232.05 Basis of Payment.
yards {square meters}. All calculations of areas measured for payment shall be based on measurements made to the nearest 0.1 yard {0.1 meter} with areas calculated to the nearest square yard {square meter}. The length will be measured along the surface of the completed roadbed at its center point. The width will be the top surface width of the completed roadbed specified on the plans or directed , measured perpendicular to the center line of roadbed. Additional areas required for cross overs, turnouts, etc., shall be measured by length and width along the surface of area processed. Lime actually incorporated in the work will be measured by the ton {metric ton}. In cases where Pure Quicklime (CaO) is slaked on the jobsite to produce a lime slurry, the pay quantity for lime will be measured in tons {metric tons} of hydrated lime as calculated using the certified lime purity for each truckload as foll ows: TOTAL TONS {METRIC TONS} HYDRATED LIME PRODUCED = (A x B x 1.32) + A (1.0 - B) Where: A = tons {metric tons} of Quicklime delivered B = certified percent purity Note: 1.32 = ratio of Molecular weights {masses} for Hydrated Lime (74) and Pure Quic klime (56)
232.05 Basis of Payment.
a.Unit Price Coverage . The ordered and accepted area of lime stabilization, measured as noted above, will be paid for at the contract unit price bid per square yard {square meter} of the class and depth specified. Said unit price bid shall be full compensation for all scarifying, pulverizing, mixing, shaping, watering, compacting, and application of lime and for all equipment, tools, labor, and incidentals necessary to complete and maintain the work. The accepted quantity of lime actually incorporated in the work except as noted herein, measured as provided above, will be paid for at the contract unit price per ton {metric ton} for lime, which price shall be payment in full for furnishing, transporting, st oring, handling, preparation of slurry, and spreading; and for all equipment, tools, labor, and incidentals needed for completion of the work. Any additional soil material required to bring the roadbed to plan grade and section, and any unsuitable material excavated, will be measured and paid for under the appropriate item of Unclassified Excavation or Borrow. No direct payment will be made for blading, shaping, compacting, and like operations.
b.Payment will be made under Item No .: 232-A Lime Stabilizat ion, Class ____ , ___ inches {mm} Thick - per square yard {square meter} 232-B Lime - per ton {metric ton} DETOUR BRIDGES
235.01 Description.
The work under this Section shall cover the work of furnishing all materi als, construction, maintenance, and removal (unless otherwise directed) of any temporary detour bridge structure at the approximate location shown on the plans or directed.
235.02 Materials.
All timber used shall be a minimum of dense No. 1 structure grade pine or equivalent grade of other wood. Steel or other types of bridging material may be used; however, the grade of material used must be approved by the Bridge Engineer. Other materials shall conform to the requirements noted elsewhere in these Specific ations for the type material used.
235.03 Construction Requirements.
a.General . The alignment, length of bridge, grade, and typical cross -section will be shown on the plans. All construction shall be consistent with the requirements for the type work inv olved as noted in other portions of these Specifications.
243.02 Materials.
b.Bridge Requirements . If the detour bridge design is not shown on the plans, then, before construction of a detour bridge may be begun, the Contractor shall submit to the Construction Engineer a minimum of six prints of detailed drawings for the structure he proposes to furnish in accordance with 105.02. Prior to submittal, all drawings shall be checked, stamped approved, and signed by a licensed Professional Engineer licensed in the State of Ala bama and not employed by the Alabama Department of Transportation. The structure shall be designed to carry HS20 loading giving consideration to all vertical and lateral loads to be applied to the structure in accordance with the current edition of the AAS HTO Standard Specifications for Highway Bridges using the Service Load Design Method. The Contractor, at his discretion, may exceed these requirements to reduce his maintenance or replacement expense. No work shall be performed on the structure until after distribution of the plans has been made to the Area, District, and Project Manager s. The Contractor will be required to comply with the details of the plans as approved. The Contractor shall take full responsibility for the proper structural design, cons truction, and maintenance of the facility. The licensed Professional Engineer who signed the detour bridge submittal shall verify that the detour bridge as constructed meets all design criteria prior to any load being placed thereon. A signed statement fro m the licensed Professional Engineer covering the verification shall be furnished to the Project Manager by the Contractor.
235.04 Method of Measurement.
No direct measurement or payment will be made for a detour bridge unless it is listed in the pay items of the contract. The detour bridges listed in the proposal will be identified by the station number of its location and measured as a Lump Sum Unit.
235.05 Basis of Payment.
a.Unit Price Coverage . Detour bridges for which an item is provided in the proposal will be paid for at the contract lump sum price bid. Said lump sum shall be payment in full for furnishing all materials, equipment, and labor necessary for the construction, maintenance, and removal (if required) of the detour bridge. No direct payment will be made for detours which the Contractor builds for his own convenience.
b.Payment will be made under Item No .: 235-A Detour Bridge at Station _______ - per lump sum SECTION 243 GEOSYNTHETICS FOR SLOPE AND SOFT SOIL REINFORCEMENT
243.01 Description.
This section covers the installation of geosynthetic soil reinforcement for the reinforcement of soil slopes and for soft soil stabilization. A "geosynthetic soil reinforcement" mate rial shall be any planar geosynthetic (geogrid or geotextile) material designed for the purpose of improving the shear strength of the soil matrix.
243.02 Materials.
The geosynthetic reinforcement (either geogrid or geotextile) shall be constructed of poly ester, polypropylene, or polyethylene polymer, resistant to all naturally occurring alkaline and acidic soil conditions, resistant to heat, ultraviolet light, and to attack by bacteria and fungi in the soil. Applicable test methods for measuring strength a nd creep are: • ASTM D 4595 "Standard Test Method for Tensile Properties of Geotextiles by the Wide- Width Strip Method" • ASTM D 5262 "Standard Test Method for Evaluating the Unconfined Tension Creep Behavior of Geosynthetics" • ASTM D 6637 "Standard Test Method for Determining Tensile Properties of Geogrids by the Single or Multi -Rib Tensile Method"
Source: Alabama Standard Specifications for Highway Construction, 2022 Edition. Pages 151–151 of 934.